CN111622207B - Induced grouting method - Google Patents
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- CN111622207B CN111622207B CN202010520372.2A CN202010520372A CN111622207B CN 111622207 B CN111622207 B CN 111622207B CN 202010520372 A CN202010520372 A CN 202010520372A CN 111622207 B CN111622207 B CN 111622207B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/10—Restraining of underground water by lowering level of ground water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
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Abstract
The invention discloses an induction type grouting method, which is characterized in that a water pumping well is matched with all grouting holes, the water pumping well pumps underground water to relieve pressure of a closed pebble stratum, the grouting holes perform grouting on the closed pebble stratum, and the pressure in the closed pebble stratum is reduced, so that grout is smoothly poured and diffused to reach a designed pouring standard; sequentially grouting from the outer area to the central area through dividing a grouting area, and gradually driving underground water around the closed pebble stratum to a pumping well for pumping and discharging; the grouting holes of each grouting area are jumped according to the serial numbers to perform grouting in batches, and simultaneously, the outside areas sequentially perform grouting to the central area, so that the influence between adjacent grouting holes is reduced, the soil body to be grouted and reinforced is gradually subjected to encrypted grouting, the pressure change of the soil body to be grouted and reinforced in the grouting area after concentrated grouting in a certain area is avoided, the subsequent grouting in the non-grouting area is influenced, the problem of unbalanced grouting of the soil body to be grouted and reinforced is caused, and the grouting quality is ensured.
Description
Technical Field
The invention relates to the field of building construction, in particular to an induction type grouting method.
Background
Stratum grouting is applied to foundation reinforcement or dam body reinforcement in house construction and bridge construction in soft foundation areas; according to construction experience and actual engineering effect for many years, the stratum reinforcing technology has obvious effects of improving the bearing capacity of the foundation and improving the deformation performance of the foundation, and therefore, the technology is widely applied.
The existing stratum grouting mainly adopts a high-pressure jet grouting technology or a static pressure grouting technology; the high-pressure jet grouting technology utilizes a high-pressure water jet cutting principle, loose soil particles can fall off, and a soil body is fused with slurry, so that a building structure is consolidated, and the stability of the building structure is enhanced; the static pressure grouting technology utilizes the hydraulic principle to fill the prepared mortar into the foundation, and the mortar flows to the weak and cracked parts in the foundation under the action of pressure so as to stabilize the foundation structure.
The prior art has the following problems:
for the situation of a closed stratum, namely, the periphery of the four sides of the soil body is provided with a retaining structure, the upper layer and the lower layer of the soil body to be grouted and reinforced are impervious strata, and because the soil body is saturated by underground water, slurry cannot be fully grouted by the high-pressure jet grouting technology or the static pressure grouting technology, and the expected grouting effect cannot be achieved.
Disclosure of Invention
The invention aims to: aiming at the problem that the grouting effect cannot be expected due to the fact that the high-pressure jet grouting technology and the static pressure grouting technology adopted by the existing stratum grouting in the prior art cannot fully inject the slurry into the closed stratum, an induction type grouting method is provided.
In order to achieve the purpose, the invention adopts the technical scheme that:
an induced grouting method comprises the following steps:
the closed pebble stratum comprises a soil body to be grouted and reinforced;
arranging a pumping well in the center of the soil body to be grouted and reinforced, wherein the depth of the pumping well is lower than the underground water level, and pumping equipment is arranged in the pumping well;
arranging a plurality of grouting holes in the soil body to be grouted and reinforced, arranging the grouting holes in a quincunx array in a grouting plane, partitioning according to the same rule, wherein the number of the grouting holes in each partition is consistent, the numbers of the grouting holes respectively corresponding to different partitions are consistent, and grouting equipment is arranged in the grouting holes;
dividing a grouting plane into an outer area and a central area, firstly, grouting the outer area, then, grouting the central area, utilizing the grouting equipment to perform grouting, simultaneously utilizing the pumping equipment to pump water in the soil body to be grouted and reinforced to the outside of the grouting area, firstly, grouting holes with the first number in the grouting area, then, grouting holes with the second number, and finally, grouting holes with the third number.
The soil body to be grouted and reinforced in the closed pebble stratum is a gravel pebble soil body, the gravel pebble soil body comprises coarse gravel particles and fine sand particles, the particle size of the coarse gravel particles is 6-20 cm, the particle size of the fine sand particles is 0.075-6 cm, the upper part and the lower part of the soil body to be grouted and reinforced are watertight layers respectively, each watertight layer comprises a rock stratum, a soft clay layer or a concrete structure, a retaining structure is arranged around the soil body to be grouted and reinforced to seal the soil body between the watertight layers and separate the soil body from the rest soil bodies on the same layer, and underground water is arranged in the closed pebble stratum; the same rule is used for partitioning, namely the grouting holes in the grouting plane are partitioned according to a regular graph, such as a triangle, a rectangle, a diamond, a regular polygon, a circle or an ellipse; the number of the grouting holes in each regular pattern partition is kept consistent, for example, the number of the grouting holes in each regular pattern partition is two, three, four, five or six; the grouting holes in each regular pattern partition are numbered, the corresponding grouting holes in different partitions are numbered consistently, for example, two grouting holes are arranged in each partition, the grouting holes in each partition are numbered according to the first and second numbers, three grouting holes are arranged in each partition, the grouting holes in each partition are numbered according to the first, second and third numbers, and so on; the outer region is a region including a grouting plane edge section, and the central region does not include a grouting plane edge section and is surrounded by the outer region or other central regions.
By adopting the induction type grouting method, one water pumping well is matched with all the grouting holes, the water pumping well pumps underground water in the closed pebble stratum to relieve the pressure of the closed pebble stratum, and the grouting holes perform grouting on the closed pebble stratum, so that the pressure in the closed pebble stratum is reduced, the grout is smoothly poured and diffused, and the designed pouring standard is reached; sequentially grouting from the outer area to the central area through dividing a grouting area, and gradually driving underground water around the closed pebble stratum to the pumping well for pumping and discharging; jumping holes according to numbers of the grouting holes of each grouting area for grouting in batches, sequentially grouting from an outer area to a central area, reducing the influence between adjacent grouting holes, gradually carrying out encrypted grouting on the soil body to be grouted and reinforced, avoiding the pressure change of the soil body to be grouted and reinforced in a grouting area after concentrated grouting in a certain area, further influencing the subsequent grouting in the area without grouting to cause the problem of unbalanced grouting of the soil body to be grouted and reinforced, and ensuring the grouting quality; the method ensures that the slurry can fully enter and has a relatively stable reaction environment to achieve coagulation, finally realizes the expected grouting effect, and solves the problem that the slurry in the closed pebble stratum cannot be fully injected; the construction method is simple and convenient to operate, high in economic efficiency and high in grouting efficiency, and the final grouting effect can be guaranteed to meet the expected requirement.
The matching quantity relationship between the pumping wells and the grouting holes is determined according to grouting conditions required to be met by a grouting method; in the invention, water pumping and grouting are carried out simultaneously, water is pumped to the water pumping well by grouting, and the negative pressure vacuum condition of the closed pebble stratum is not required, so that one water pumping well can be matched with more grouting holes; therefore, the invention does not need to set a plurality of drainage holes and corresponding grouting holes like the existing negative pressure vacuum grouting to meet the condition that a unit formed by the drainage holes and the grouting holes is in a vacuum negative pressure state, and the excessive number of the grouting holes has poor air tightness, is difficult to realize the vacuum negative pressure state and can reduce the vacuum degree, thereby reducing the diffusion range of the grouting and influencing the grouting effect; therefore, the pumping well and the grouting holes are simple in structural design, vacuum negative pressure is not needed for suction grouting, and the design mode of the pumping well and the plurality of grouting holes is difficult to use a vacuum negative pressure suction grouting mode; in addition, the vacuum negative pressure suction grouting method needs to perform grouting on the hydrophobic hole in the vacuum negative pressure state and all grouting holes in a unit of a plurality of grouting holes, which is completely different from the method that the grouting holes jump according to the number and perform grouting in batches.
Preferably, the grouting holes are formed in a drilling mode or a punching mode, and the pumping wells are formed in a drilling mode, a punching mode or an excavation mode.
Preferably, the grouting hole is cleaned after being formed, and then the grouting equipment is arranged.
Preferably, the upper and lower parts of the soil body to be grouted and reinforced are impervious layers respectively, and a retaining structure is constructed around the soil body to be grouted and reinforced to form the closed pebble stratum.
Further preferably, the retaining structure is an underground continuous wall or a curtain grouting wall.
Preferably, a pumping well is arranged at the centroid of the horizontal section of the soil body to be grouted and reinforced from top to bottom.
Preferably, the grouting equipment comprises a sleeve valve pipe and a common pipe connected with the sleeve valve pipe, the sleeve valve pipe is arranged in the grouting depth range of the soil body to be grouted and reinforced, and the common pipe is arranged above the elevation of the soil body to be grouted and reinforced.
Further preferably, the grouting equipment further comprises a grouting pump, and the grouting pump is connected with the common pipe.
Preferably, the grouting equipment is filled with the grout, the pressure of the grout is gradually increased, and grouting is carried out intermittently until the grout cannot be injected.
Preferably, pumping equipment includes suction pump and the drinking-water pipe of being connected with it, the suction pump is the immersible pump, the suction pump is located in the pumped well, the drinking-water pipe is even outside the slip casting area.
Preferably, the distance between adjacent grouting holes is twice the grouting diffusion radius.
Preferably, the adjacent three grouting holes are distributed in a regular triangle, and the three grouting holes of each regular triangle are numbered as (i), (ii) and (iii).
Preferably, four adjacent grouting holes are distributed in a rhombus shape, and the number of the four grouting holes of each rhombus comprises at least one of (i), at least one of (ii) and at least one of (iii).
Preferably, a shallow slab load test is adopted to test the bearing capacity of the soil body to be grouted and reinforced so as to test the grouting effect of the soil body to be grouted and reinforced.
The reinforced grouting reinforcement body is usually N63.5The dynamic sounding or heavy dynamic sounding test and coring are carried out according to the geotechnical engineering investigation standard (GB 50021), but the applicable soil quality range of the heavy dynamic sounding is sandy soil, gravel soil below medium density and soft rock, sand and pebble geology is not contained, a core barrel for drilling general geology is about 124mm, the maximum particle size of pebbles in the embodiment is 200mm, and the core barrel is far larger than that of the pebble core barrel. Therefore, the test method is not applicable, and the grouting effect of the soil body to be grouted and reinforced is tested by adopting a shallow flat plate load test.
In summary, due to the adoption of the technical scheme, the invention has the beneficial effects that:
the induction type grouting method provided by the invention has the advantages that one water pumping well is matched with all the grouting holes, the water pumping well pumps underground water in the closed pebble stratum to relieve the pressure of the closed pebble stratum, the grouting holes are used for grouting the closed pebble stratum, the pressure in the closed pebble stratum is reduced, so that grout is smoothly poured and diffused, and the designed pouring standard is reached; sequentially grouting from the outer area to the central area through dividing a grouting area, and gradually driving underground water around the closed pebble stratum to the pumping well for pumping and discharging; jumping holes according to numbers of the grouting holes of each grouting area for grouting in batches, sequentially grouting from an outer area to a central area, reducing the influence between adjacent grouting holes, gradually carrying out encrypted grouting on the soil body to be grouted and reinforced, avoiding the pressure change of the soil body to be grouted and reinforced in a grouting area after concentrated grouting in a certain area, further influencing the subsequent grouting in the area without grouting to cause the problem of unbalanced grouting of the soil body to be grouted and reinforced, and ensuring the grouting quality; the method ensures that the slurry can fully enter and has a relatively stable reaction environment to achieve coagulation, finally realizes the expected grouting effect, and solves the problem that the slurry in the closed pebble stratum cannot be fully injected; the construction method is simple and convenient to operate, high in economic efficiency and high in grouting efficiency, and the final grouting effect can be guaranteed to meet the expected requirement.
Drawings
FIG. 1 is a schematic diagram of the induced grouting method of the present invention;
FIG. 2 is a schematic diagram of the induced grouting planar region division in example 1;
FIG. 3 is a schematic view of an induction type grouting sequence arrangement in example 1;
FIG. 4 is a schematic view of an induction type grouting sequence arrangement in example 2;
FIG. 5 is a schematic diagram of the induced grouting planar region division in example 3;
fig. 6 is a schematic view of an induction type grouting sequence arrangement in example 3.
Icon: 1-reinforcing soil body to be grouted, 2-retaining structure, 3-impermeable layer, 4-underground water level, 5-grouting hole, 6-pumping well, 7-pumping pump, 8-pumping pipe, 9-grouting equipment, 91-sleeve valve pipe and 92-common pipe.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings.
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Example 1
In a river-crossing extra-large bridge, a main pier adopts a main pier foundation form of a circular underground continuous wall (for short, a ground continuous wall) and a pebble stratum grouting foundation. The landform of the river steps is flushed and accumulated on the main pier, the terrain is smooth and wide, the ground elevation is 27.70-38.70 m, the thickness of a soft plastic type silty clay stratum layer is 2-15.1 m (the elevation is 21.48-24.77 m), the thickness of a plastic silty clay stratum layer is 7.3-13.1 m (the elevation is 11.48-14.79 m), the thickness of a pebble stratum layer is 13.7-19.8 m (the elevation is-0.31-3.02 m), the thickness of an apoplexy argillite layer is 24.6-30.3 m (the elevation is-27.62-32.52 m), and the elevation of the bottom of a foundation pit of the diaphragm wall is-10.5-5 m.
The outer diameter of the diaphragm wall is 60.0 m, the wall thickness is 1.2 m, and the wall height is 29.0-35 m. After the diaphragm wall construction is finished, the pebble stratum in the inner ring closed range of the wall is subjected to static pressure grouting, bottom sealing and filling grouting, so that the compactness of the pebble stratum is increased, the water permeability of pebbles is reduced, and the purposes of reducing settlement and stopping water are achieved. The bearing capacity basic allowable value of the pebble stratum is 500kpa, the bearing capacity basic allowable value of the pebble stratum foundation after grouting reinforcement is not less than 700kpa, and the friction coefficient is not less than 0.4.
If the existing static pressure double-fluid grouting (cement paste and water glass) is adopted, the grouting fluid amount is 23417.5m3The cement dosage is changed to 20865t and water glass 4640 t. The design is carried out according to the technical specification of cement-water glass double-field grouting for constructional engineering (JGJ/T211-. According to calculation, the volume of the pebble stratum layer to be reinforced is about 4 ten thousand meters3The average cement consumption per cubic pebble for grouting is 522kg/m3The cement consumption per unit of the grouting length was 950 kg/m. For ovumThe design grouting volume for rock formation consolidation is analyzed as follows: taking concrete as an example for rough comparison, according to the specification and related construction experience, the cement consumption of the C50 concrete is about 450-500 kg/m3The grouting amount of the pebble stratum also reaches the level; obviously, the grouting reinforcement cannot be as dense as the concrete, and therefore, the total grouting amount is large. According to the grouting reinforcement experience of the hydraulic industry, the consumption of cement per meter of static pressure grouting is 150-250 kg/m, and the grouting reinforcement cement using amount of the method is large.
Based on the analysis, the cement design amount of the pebble stratum filling and grouting in the diaphragm wall is large and the gravel stratum filling and grouting cannot be fully poured if the existing static pressure grouting reinforcement method is adopted, and the construction can hardly meet the design requirement.
As shown in fig. 1-3, the induced grouting method of the present invention for filling and grouting pebble strata in the range of underground diaphragm wall capture comprises the following steps:
A. constructing and molding a closed pebble stratum, wherein the closed pebble stratum comprises a soil body 1 to be grouted and reinforced, the soil body 1 to be grouted and reinforced is a gravel pebble soil body, the gravel pebble soil body comprises gravel pebble coarse particles and fine sand particles, the particle size of the gravel pebble coarse particles is 6cm-20cm, and the particle size of the fine sand particles is 0.075cm-6 cm;
specifically, the upper and lower parts of the soil mass 1 to be grouted are impermeable layers 3, each impermeable layer 3 includes a rock stratum, a soft clay layer or a concrete structure, in this embodiment, the impermeable layer 3 located at the lower part of the soil mass 1 to be grouted is a rock stratum, the impermeable layer 3 located at the upper part of the soil mass 1 to be grouted is a soft clay layer, a retaining structure 2 is arranged around the soil mass 1 to be grouted and reinforced to seal the retaining structure between the impermeable layers 3 and separate from the rest of the soil mass on the same layer, in this embodiment, the retaining structure 2 is an underground continuous wall, in some embodiments, the retaining structure 2 may also be a curtain grouting wall, and the closed pebble stratum has underground water.
B. Arranging a pumping well 6 in the center of the soil body 1 to be grouted, namely arranging a pumping well 6 (in the embodiment, the supporting and retaining structure 2 is circular, so the pumping well 6 is arranged in the center of a circle) from top to bottom at the centroid of the horizontal section of the soil body 1 to be grouted, wherein the depth of the pumping well 6 is lower than that of an underground water level 4, the pumping well 6 is formed by adopting a drilling, punching or excavating mode, and pumping equipment is arranged in the pumping well 6; specifically, the water pumping equipment comprises a water pumping pump 7 and a water pumping pipe 8 connected with the water pumping pump, the water pumping pump 7 is a submersible pump, the water pumping pump 7 is arranged in the water pumping well 6, and the water pumping pipe 8 is connected to the outside of the grouting area;
a plurality of grouting holes 5 are arranged in the soil body 1 to be grouted and reinforced, the grouting holes 5 are arranged in a quincunx array in a grouting plane, a plurality of adjacent grouting holes 5 are distributed according to a regular pattern, in the embodiment, three adjacent grouting holes 5 are distributed in a regular triangle, as shown in fig. 3, three grouting holes 5 of each regular triangle are numbered as (i), (ii) and (iii), the grouting holes 5 in each horizontal row of the quincunx array are arranged according to the numbers of (i), (iii) and (ii), the distance between every two adjacent grouting holes 5 is twice of the diffusion radius of grouting, the center distance between every two adjacent grouting holes 5 in the embodiment is 2m, the pumping well 6 is positioned outside the grouting diffusion range of the grouting hole 5, the grouting hole 5 is formed by adopting a drilling or punching mode, after the grouting holes 5 are formed, pumping high-pressure water into the grouting holes for hole cleaning, and arranging grouting equipment 9 in the grouting holes; specifically, the grouting equipment 9 comprises a sleeve valve pipe 91, a common pipe 92 and a grouting pump, wherein the sleeve valve pipe 91 is connected with the common pipe 92, the grouting pump is connected with the common pipe 92, the sleeve valve pipe 91 is arranged in the grouting depth range of the soil body 1 to be grouted and reinforced, the common pipe 92 is arranged above the elevation of the soil body 1 to be grouted and reinforced, and grouting is performed from bottom to top by one section of the sleeve valve pipe 91;
dividing a grouting plane into an outer area and a central area, wherein as shown in fig. 2, the parting line of the grouting plane is a straight line, the outer area comprises A, B, C, D, E, F areas in fig. 2, the central area comprises four G areas in fig. 2, and the outer area is firstly poured and then the central area is poured;
when the grouting equipment 9 is used for grouting, the water in the soil body 1 to be grouted and reinforced is pumped out of the grouting area by the water pumping equipment, during grouting, the grouting holes 5 with all the numbers I in the grouting area are firstly grouted, then the grouting holes 5 with all the numbers II are grouted, and finally the grouting holes 5 with all the numbers III are grouted; when the grouting equipment 9 is used for grouting, the pressure of the grout is gradually increased, and grouting is carried out intermittently until the grout cannot be injected.
C. And testing the bearing capacity of the soil body 1 to be grouted and reinforced by adopting a shallow slab load test so as to test the grouting effect of the soil body 1 to be grouted and reinforced.
By applying the induction type grouting method, one water pumping well 6 is matched with all the grouting holes 5, the water pumping well 6 pumps underground water in the closed pebble stratum to relieve the pressure of the closed pebble stratum, the grouting holes 5 perform grouting on the closed pebble stratum, and the pressure in the closed pebble stratum is reduced to enable grout to be smoothly poured and diffused, so that the designed pouring standard is reached; sequentially grouting from the outer area to the central area through dividing a grouting area, and gradually driving underground water around the closed pebble stratum to the pumping well 6 for pumping and discharging; jumping holes according to numbers for the grouting holes 5 of each grouting area to perform grouting in batches, sequentially grouting from the outer area to the central area, reducing the influence between adjacent grouting holes, gradually performing encrypted grouting on the soil body 1 to be grouted and reinforced, avoiding the pressure change of the soil body 1 to be grouted and reinforced in a certain area after concentrated grouting in the certain area, thereby influencing the subsequent grouting in the area without grouting, causing the problem of unbalanced grouting of the soil body 1 to be grouted and reinforced, and ensuring the grouting quality; the method ensures that the slurry can fully enter and has a relatively stable reaction environment to achieve coagulation, finally realizes the expected grouting effect, and solves the problem that the slurry in the closed pebble stratum cannot be fully injected; the construction method is simple and convenient to operate, high in economic efficiency and high in grouting efficiency, and the final grouting effect can be guaranteed to meet the expected requirement.
Example 2
As shown in fig. 1 and 4, the difference between the induced grouting method of the present invention and the embodiment 1 is that the regular pattern in this embodiment is a rhombus, that is, four adjacent grouting holes 5 are distributed in a rhombus, the number of the four grouting holes 5 of each rhombus includes at least one (i), at least one (ii) and at least one (iii), and during grouting, the grouting holes 5 of all numbers (i) in the grouted area are still poured first, then the grouting holes 5 of all numbers (ii) are poured, and finally the grouting holes 5 of all numbers (iii) are poured.
Example 3
As shown in fig. 1, 5 and 6, the difference between the induction type grouting method of the present invention and example 1 is that the grouting plane dividing boundary is a circle, the outer region is region a in fig. 5, the central region is region G in fig. 5, the outer region is poured first, and then the central region is poured; during pouring, all the grouting holes 5 with the number I in the poured area are poured firstly, then all the grouting holes 5 with the number II are poured, and finally all the grouting holes 5 with the number III are poured.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (10)
1. An induction type grouting method is characterized by comprising the following steps:
the closed pebble stratum comprises a soil body (1) to be grouted and reinforced;
arranging a pumping well (6) in the center of the soil body (1) to be grouted and reinforced, wherein the depth of the pumping well (6) is lower than the underground water level (4), and pumping equipment is arranged in the pumping well (6);
arranging a plurality of grouting holes (5) in the soil body (1) to be grouted and reinforced, arranging the grouting holes (5) in a quincunx array in a grouting plane, partitioning according to the same rule, wherein the number of the grouting holes (5) in each partition is consistent, the numbers of the grouting holes (5) respectively corresponding to different partitions are consistent, and grouting equipment (9) is arranged in each grouting hole (5);
dividing a grouting plane into an outer area and a central area, firstly, grouting the outer area, then, grouting the central area, utilizing the pumping equipment to pump water in the soil body (1) to be grouted and reinforced out of the grouting area while utilizing the grouting equipment (9), firstly, grouting holes (5) with all numbers (I) in the grouting area, then, grouting holes (5) with all numbers (II), and finally, grouting holes (5) with all numbers (III) in the grouting area;
and jumping holes according to the number of the grouting holes (5) of each grouting area for grouting in batches, and sequentially grouting from the outer side area to the central area.
2. The induction type grouting method according to claim 1, wherein the upper and lower parts of the soil body (1) to be grouted and reinforced are impervious layers (3), and a retaining structure (2) is constructed and arranged around the soil body (1) to be grouted and reinforced to form the closed pebble stratum.
3. The induced grouting method according to claim 2, characterised in that the retaining structure (2) is an underground continuous wall or a curtain grouting wall.
4. The induction type grouting method according to claim 1, wherein the grouting equipment (9) comprises a sleeve valve pipe (91) and a common pipe (92) connected with the sleeve valve pipe, the sleeve valve pipe (91) is arranged in the grouting depth range of the soil body (1) to be grouted and reinforced, and the common pipe (92) is arranged above the elevation of the soil body (1) to be grouted and reinforced.
5. The induced grouting method according to claim 1, characterized in that the grouting equipment (9) is filled with gradually increased slurry pressure and intermittently grouted until the grouting is impossible.
6. The induced grouting method according to claim 1, wherein the pumping equipment comprises a water pump (7) and a water pumping pipe (8) connected with the water pump, the water pump (7) is a submersible pump, the water pump (7) is arranged in the water pumping well (6), and the water pumping pipe (8) is connected to the outside of the grouting area.
7. The induced grouting method according to claim 1, characterized in that the distance between adjacent grouting holes (5) is twice the grouting diffusion radius.
8. The induced grouting method according to claim 1, characterized in that adjacent three grouting holes (5) are distributed in regular triangles, and the three grouting holes (5) of each regular triangle are numbered as (i), (ii) and (iii).
9. The induced grouting method according to claim 1, characterized in that adjacent four grouting holes (5) are distributed in a rhombus shape, and the number of the four grouting holes (5) of each rhombus shape comprises at least one (r), at least one (c) and at least one (c).
10. The induced grouting method according to any one of claims 1 to 9, wherein a shallow slab load test is adopted to test the bearing capacity of the soil body (1) to be grouted and reinforced so as to test the grouting effect of the soil body (1) to be grouted and reinforced.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010520372.2A CN111622207B (en) | 2020-06-09 | 2020-06-09 | Induced grouting method |
| PCT/CN2020/095694 WO2021248424A1 (en) | 2020-06-09 | 2020-06-12 | Induced grouting method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010520372.2A CN111622207B (en) | 2020-06-09 | 2020-06-09 | Induced grouting method |
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| Publication Number | Publication Date |
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| CN111622207A CN111622207A (en) | 2020-09-04 |
| CN111622207B true CN111622207B (en) | 2021-04-27 |
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| CN113026778A (en) * | 2021-03-12 | 2021-06-25 | 北京中岩大地科技股份有限公司 | Submersible sandy gravel stratum foundation pit bottom sealing structure and construction method |
| CN113802875B (en) * | 2021-09-30 | 2022-12-02 | 山东建筑大学工程鉴定加固研究院有限公司 | Method for reinforcing heat-insulating layer of outer wall of existing building |
| CN114527039A (en) * | 2022-01-17 | 2022-05-24 | 哈尔滨工业大学 | Modular sleeve valve pipe grouting simulation test system and method |
| CN114622565A (en) * | 2022-03-22 | 2022-06-14 | 白银有色集团股份有限公司 | Sedimentation grouting reinforcement process for raft equipment foundation |
| CN114837165B (en) * | 2022-05-10 | 2024-07-12 | 中交一公局集团有限公司 | Structure and method for improving single-chamber closed underground diaphragm wall foundation bearing capacity by post grouting reinforcement stress soil body |
| CN114923760B (en) * | 2022-05-11 | 2024-08-30 | 辽宁工程技术大学 | Rotational grouting device based on MICP solidified soil body and use method |
| CN116289879A (en) * | 2023-05-19 | 2023-06-23 | 北京恒祥宏业基础加固技术有限公司 | Grouting reinforcement method for preventing liquefaction of foundation |
| CN117286870A (en) * | 2023-11-23 | 2023-12-26 | 中国建筑第六工程局有限公司 | Novel intelligent grouting reinforcement method for processing complex geology |
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| CN111622207A (en) | 2020-09-04 |
| WO2021248424A1 (en) | 2021-12-16 |
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